CN112900692B - Large-span special-shaped steel structure building, supporting device thereof and construction method - Google Patents

Abstract

The invention provides a large-span special-shaped steel structure building, a supporting device and a construction method thereof, wherein the building comprises a steel frame-shear wall structure system with an upward inclined pillar, and the inclined angle of the inclined pillar and the vertical direction is 18.1-53.28 degrees; the structural system of the unidirectional steel-concrete composite beam has a girder span of 29-34 m; the steel frame-shear wall structure system is adjacent to the unidirectional steel-concrete composite beam structure system. The large-span special-shaped steel structure building provided by the invention is set into a large-span special-shaped structure based on the aesthetic design of the building, the structural form is complex, the inclination angle of the batter post is large, and the span of the main beam is large.

Description

Large-span special-shaped steel structure building, supporting device thereof and construction method

Technical Field

The invention relates to the field of buildings, in particular to a large-span special-shaped steel structure building, a steel structure building construction method, a steel structure building supporting device and a construction method of the supporting device.

Background

The steel structure is used as a green building and an energy-saving building, has the advantages that the steel structure is beneficial to industrial and industrialized production, the construction period is short, and the benefit of capital investment and the civilization of a construction site can be effectively improved. The steel structure has the characteristics of light weight and small volume, is favorable for improving the space utilization rate of a building and has good seismic performance due to large ductility of the steel structure by analyzing the material performance. The special-shaped steel structure building has the advantages of being in line with the steel structure building, and meeting the requirements of people on building shape, attractiveness and visual impact, and is produced by integrating the innovative design concept of designers.

At present, large-scale industrial and public buildings such as large-scale steel structure factory buildings, waiting hall, exhibition centers, theaters, stadiums and the like are continuously emerged, for example, Shanghai Pudong airport, Guangzhou gymnasium main hall, Guangzhou exhibition center and national large theatre, the buildings provide powerful technical support for the construction of large-scale steel structures, but the study on the construction technology of special-shaped steel structures with small volume and complex structural modeling needs to be discussed according to the characteristics of engineering projects.

Disclosure of Invention

In order to solve the above problems, an object of the present invention is to provide a long-span special-shaped steel structure building, a supporting device thereof, and a construction method thereof, so as to address the special-shaped steel structure building with small volume and complex structural modeling.

In order to achieve the above purpose, the invention adopts the technical scheme that:

a large-span special-shaped steel structure building is provided with a steel frame-shear wall structure system with an upward inclined column, wherein the inclined column faces to the outer vertical surface of the steel frame-shear wall structure system from bottom to top, and the inclined angle of the inclined column to the vertical direction is 18.1-53.28 degrees;

the structural system of the unidirectional steel-concrete composite beam has a girder span of 29-34 m;

the steel frame-shear wall structure system is adjacent to the unidirectional steel-concrete composite beam structure system.

The shear wall is provided with steel rib columns and steel rib beams;

preferably, the shear wall is provided with beard ribs for connecting with the floor bearing plate;

preferably, the steel structure building is an aboveground three-layer and/or four-layer building.

Based on the large-span special-shaped steel structure building, the invention also provides a construction method of the large-span special-shaped steel structure building, when each structure system is constructed, the shear wall is constructed firstly, after the shear wall is constructed to a layer exceeding the preset installation height of the steel structure, the steel structure is hoisted, and the steel structure is constructed in a layered and partitioned manner;

preferably, the layered construction is divided into three layers for the whole building, the first layer is constructed for a foundation bearing platform provided with embedded bolts and a foundation bracket installed on the foundation bearing platform through the embedded bolts, the second layer is constructed for a bottom steel column and a second layer of steel beam for the building, and the third layer is constructed for the second layer and above steel columns, the third layer and above steel beams for the building;

preferably, the partition construction is that the partition construction is carried out on the building, and the steel structure is installed by radiating outwards from exposed corbels of the shear walls in all the areas respectively during installation.

Further, for a steel frame-shear wall structure system with the upward inclined column, a foundation bracket is used as a bottom support of the inclined column to construct the inclined column;

preferably, the inclined columns are composed of a plurality of sections of inclined columns, and a plurality of groups of inclined columns are arranged on the outer vertical surfaces of the steel frame-shear wall structure system;

preferably, the construction of the bottom batter post and the foundation bracket comprises the following steps: installing a foundation corbel, grouting the foundation corbel, installing a temporary supporting device, hoisting a bottom oblique cylinder, aligning the bottom oblique cylinder, connecting the lower end of the bottom oblique cylinder with the foundation corbel by using a column ear plate, temporarily supporting the upper end of the bottom oblique cylinder by using the temporary supporting device, and welding and cutting off the column ear plate at the joint of the foundation corbel and the bottom oblique cylinder;

preferably, the construction of the upper and lower inclined columns includes: installing a lower inclined cylinder body and supporting by using a temporary supporting device, installing a temporary supporting device of an upper inclined cylinder body, hoisting the upper inclined cylinder body, aligning the upper inclined cylinder body, connecting the upper inclined cylinder body and the lower inclined cylinder body by using a cylinder lug plate, temporarily supporting the upper end of the upper inclined cylinder body by using the temporary supporting device, and welding and cutting off the cylinder lug plate at the joint of the upper inclined cylinder body and the lower inclined cylinder body;

preferably, the construction of the batter post is that the building bottom is upwards constructed in a subsection way, the bottom of the bottom section batter post body of each group of batter posts is fixed on the foundation bracket through the post ear plate, and the top of the bottom section batter post body is supported by the temporary supporting device; the bottom section inclined column body is fixedly connected with the bottom of the second section inclined column body through a column lug plate, the top of the second section inclined column body is supported by a temporary supporting device, and the inclined column group of the first floor of the steel frame-shear wall structure system is constructed in sequence from bottom to top;

after the construction of the inclined column group of each floor is finished, hoisting a main beam of the unidirectional steel-concrete composite beam structure system, and then fixing the top of the inclined column group of each floor of the steel frame-shear wall structure system on the main beam of the adjacent composite beam structure system;

preferably, the end parts of each section of inclined column and each section of basic bracket are provided with column ear plates; the specific method for connecting through the lug plate comprises the following steps: aligning the bottom section oblique cylinders with the connecting end surfaces of the foundation corbels, or aligning the connecting end surfaces among the sections of oblique cylinders, connecting and fixing the column ear plates on two sides of the connecting end surfaces by using connecting clamping plates, and then completing annular welding of the connecting end surfaces; and cutting off the column ear plate after welding.

Further, the unidirectional steel-concrete composite beam structure system comprises a shear wall and a steel structure, wherein the steel structure comprises a composite beam;

hoisting the steel structure in the unidirectional steel-concrete composite beam structure system is carried out by adopting a truck crane, the main beams of the composite beams on the periphery of each floor of the unidirectional steel-concrete composite beam structure system are sequentially hoisted from bottom to top to form a floor frame, then the steel structures of floors above the floor to which the floor frame belongs are hoisted from the space surrounded by the floor frame, and after the hoisting of the steel structures of the floors above is finished, the main beams and the secondary beams to be hoisted are left on the floor to which the floor frame belongs;

preferably, the main beam hoisting of the combined beam adopts segmented hoisting according to the construction drawing requirement, and a temporary support back-jacking main beam is erected according to the construction drawing requirement after the main beam hoisting is finished;

preferably, the main beam of the combined beam is hoisted by a single truss, the main beam is hoisted to a position above a column top to be installed, and is placed downwards after being aligned with the column top, so that the main beam is in contact with the column top and is temporarily fixed, and then the verticality is corrected and finally fixed;

preferably, the secondary beam is arranged between two adjacent main beams.

Further, the whole process in the construction all adopts the BIM technology, including the steel member production manufacturing process adopts the BIM technology, the steel construction transportation installation stage adopts the BIM technology, the construction site is arranged and is adopted the BIM technology and the steel construction strutting arrangement uninstallation design adopts the BIM technology.

Further, a grouting hole is formed in the middle of the foundation bracket;

preferably, after the foundation bracket is fixed on the foundation bearing platform, grouting is performed from the grouting hole, so that a grouting layer is formed between the foundation bracket and the foundation bearing platform, and the installation of the foundation bracket is completed.

Based on the large-span special-shaped steel structure building, the invention also provides a temporary supporting device for the large-span special-shaped steel structure building, the supporting device is used for temporarily supporting a stress part in the large-span special-shaped steel structure building and comprises a supporting frame, a supporting beam assembly and a supporting bracket plate, the supporting beam assembly is installed at the top end of the supporting frame, and the supporting bracket plate is installed at the top end of the supporting beam assembly.

The support frame comprises a plurality of support columns and a plurality of connecting rods; the support columns are vertically arranged, and the connecting rod is connected between two adjacent support columns;

preferably, the support beam assembly comprises a first support beam, a second support beam and a diagonal draw bar; the first supporting beam is arranged at the top of the supporting frame, the second supporting beam is erected on the first supporting beam, the diagonal draw bar is arranged between the side wall of the second supporting beam and the upper end of the first supporting beam, and the diagonal draw bar, the first supporting beam and the second supporting beam form a triangular stress structure;

preferably, the supporting plate is vertically arranged at the top end of the supporting beam assembly, the top end of the supporting beam assembly is also provided with an auxiliary supporting plate which is perpendicular to and crossed with the supporting plate, the height of the auxiliary supporting plate is smaller than that of the supporting plate, and the part of the supporting plate higher than the auxiliary supporting plate forms an unloading cutting position.

The invention has the beneficial effects that:

the large-span special-shaped steel structure building provided by the invention is set into a large-span special-shaped structure based on the aesthetic design of the building, the structural form is complex, the inclination angle of the batter post is large, and the span of the main beam is large.

Drawings

FIG. 1 is a schematic diagram of the construction of the special-shaped steel structure of the invention;

FIG. 2 is a schematic view of reinforcement of a 2F plate of a deformed steel structure building according to the present invention;

FIG. 3 is a schematic diagram of a first museum area;

FIG. 4 is a schematic view of a second museum area;

FIG. 5 is a schematic diagram of a third museum area;

FIG. 6 is a schematic diagram of a large-span fourth museum area;

FIG. 7 is a steel structure hoisting construction floor plan;

FIG. 8 is a partial schematic view of a top primary beam and a secondary beam of a large-span fourth museum area;

FIG. 9 is a schematic view of the connection of upper and lower steel columns;

FIG. 10 is a partial view of the present invention with steel skeleton columns and beams;

FIG. 11 is a partial view of the invention with beard tendons reserved;

FIG. 12 is a partial view of the bracket drilling grouting of the present invention;

FIG. 13 is a schematic view of a temporary support apparatus of the present invention;

FIG. 14 is a partial schematic view of a temporary support apparatus of the present invention;

FIG. 15 is a schematic view of a third museum area support;

FIG. 16 is a schematic representation of a first museum area floor support.

Detailed Description

In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described with reference to the accompanying drawings. In the description of the present invention, it is to be understood that the terms "upper", "lower", "front", "rear", "left", "right", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.

In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "disposed," "sleeved/connected," "connected," and the like are to be construed broadly, e.g., "connected," which may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.

Example 1

1-6, the large-span special-shaped steel structure building comprises a first museum area on the left side, a second museum area on the right side, a third museum area on the rear side, and a fourth museum area which is connected with the first museum area, the second museum area and the third museum area in the middle;

this embodiment describes the construction of the large-span special-shaped steel structure in detail by taking a certain project as an example. The engineering total floor area is 17929 square meters, the building area is 9017.50 square meters, the building height is 24.00m, 1 floor is underground, a public building of an exhibition hall with 4 floors (local 3 floors) is arranged on the ground, and the public building comprises a first shop area 1, a second shop area 2, a third shop area 3, three commercial exhibition halls and a large-span fourth shop area 4 with 2 nd and 4 th floors between the three halls.

The structure types are as follows: the first museum area 1, the third museum area 2 and the second museum area 3 all adopt steel frame-shear wall structure systems, the large-span fourth museum area 4 adopts a one-way steel-concrete composite beam structure system, the foundation and the foundation adopt a natural foundation, an independent foundation under a column and a raft foundation under a wall. The steel frame-shear wall structure system is a building structure system for building a steel frame (the steel frame is a structure which is composed of steel beams and steel columns and can bear vertical and horizontal loads) on the periphery of a shear wall. The unidirectional steel-concrete composite beam structure system is a beam structure formed by combining unidirectional steel and concrete, namely a reinforced concrete system.

The engineering structure is extremely special in shape, 7 inclined columns (4 on the east side and 3 on the west side) which are inclined upwards from the bottom to the top and face the outer vertical surface of a structural system exist in a steel structure of a second museum area, the inclined angles (the inclined angles refer to the inclined angles in the vertical direction, shown as a in figure 4) of the inclined columns are different and are inclined towards the east side, the inclined angle of the inclined column with the largest inclination reaches 53.28 degrees and exceeds 45 degrees, the inclined angle is very rare in a steel structure built by adopting a traditional mode, and the construction difficulty is high; the two layers of the steel structures of the first museum area are provided with overhanging structures (the common steel frame structure is converted into an overhanging steel structure on the two layers), the minimum overhanging length reaches 5m, and the maximum overhanging length reaches 8m (southeast corner); a large cantilever awning is arranged on the west side of the third museum area, and the maximum cantilever length reaches 16 m; the maximum span of the steel structure of the large-span fourth museum area reaches 34m, and the maximum installation weight of the steel beam is about 32 tons.

Example 2

Because the large-span special-shaped steel structure building in the embodiment 1 has a complex structure form, a large inclination angle of the batter post and a large span of the main beam, the embodiment provides a construction method of the large-span special-shaped steel structure building, and aims to solve the engineering construction problems of hoisting of a large batter post steel structure, hoisting of a large-span steel structure, erection and unloading and dismantling of a temporary support of the steel structure and the like, form a set of relatively complete complex special-shaped steel structure construction technology, and provide technical guidance for the construction of the steel structure engineering in the future.

BIM technical application of one-span and large-span special-shaped steel structure

1.1BIM technology applied to steel member production and manufacturing process

In this embodiment, Tekla Structures software is selected to establish a steel structure three-dimensional space model (the model in fig. 1 is a model drawn by the software), design drawing information is quickly acquired and converted into a three-dimensional space model, steel structure material statistics is performed based on the steel structure model, and detailed steel structure construction drawings including component drawings, node drawings and the like are further created through deepened design generation.

(1) Steel structure BIM technology intersection bottom

The complex structure space relation is visually displayed by utilizing the steel structure three-dimensional model, so that the intersection content has intuition and accuracy, related technicians are helped to fully know key problems of the engineering, the working efficiency is effectively improved, the related technicians can quickly understand the design scheme and the construction scheme, and the smooth realization of the construction target is ensured.

(2) Rapid formation of detail and material tables for steel structural members

The detailed steel structure drawing and various reports such as an overall layout drawing, a component drawing, a part drawing, a project amount list and the like are generated after the three-dimensional steel structure model is created, the generated detailed drawing can be used for guiding blanking and manufacturing, some errors in the original design drawing can be corrected, the design is optimized, and repeated work such as secondary lofting is reduced.

1.2BIM technique is applied to steel structure transportation and installation stage

(1) Scheduling component approach plans

The method comprises the steps of extracting a component list comprising information such as component length, weight, quantity, section and the like from a deepened design model, adding a list of time attributes into a list template, sequencing the component list according to time, and setting the model to display different colors according to the state attributes of the components, so that the component approach planning condition can be visually and clearly displayed, and the accurate component approach sequence is obtained.

In the traditional work, when a component approach plan is arranged, a drawing is printed firstly, then a color pen is used for describing and distinguishing component types, and then the number of the partitioned components is recorded into a computer to rearrange to obtain the approach sequence of the components. And various forms of component lists including the length, the weight, the number, the section and the like of the components can be extracted from the deeply designed model by applying the BIM technology, and the approach sequence of the components can be obtained by adding a list of time attributes in the list template and then sequencing the component lists according to time. Specifically, the project structure is divided first, several states such as no-entry, entered, installed can be newly created in the state manager, and then part of the components are selected, the state attribute of the component is modified, the state is given, and the process is repeated until the state attribute is given to each component. The setting model displays different colors according to the state attributes of the components, can visually and clearly show the approach plan condition of the components, can be used for project managers in a conference to discuss the feasibility of the installation sequence, and can adjust and optimize the state attributes of each component. After finalizing, deriving a component list containing date attributes from the report list, and then sequencing according to the date to obtain an accurate component entry sequence.

(2) Controlling on-site steel structure installation progress

The three colors are set in the model to respectively represent members which enter, are installed and do not enter the field, a list containing the entering and the installing states, the total number of the members and the total weight are derived, the percentage of the members which enter the field and are installed in the total number of the members can be obtained through further analysis, the construction progress is visually displayed, the real situation of the engineering construction is objectively displayed to be compared with the progress plan, and the project management personnel can conveniently control the project. The comparison between the schedule value and the actual value is quantitative data comparison, and is more visual and accurate.

1.3BIM technique is applied to construction site layout

And simulating a construction site, performing simulation site temporary planning, 3D dynamic observation, free roaming walking, and more reasonably arranging material stacking, material transportation routes and large-scale machine positions.

1.4BIM technology applied to unloading design of steel structure supporting device

The unloading process of the embodiment is a process of removing the temporary support and a process of gradually converting the structural system, and in the unloading process, the internal force of the rod of the structure and the stress of the temporary support may be changed. Therefore, in the unloading process, not only is the safety and the convenient construction ensured, but also the design intention cannot be changed, and the mechanical property of the member is greatly influenced. In order to ensure construction safety in the dismantling process, a built BIM steel structure model is led into the structural design software of the construction department, unloading simulation demonstration is carried out, displacement and stress in the unloading project are calculated, and the dismantling sequence and the compiling dismantling scheme of the steel structure supporting device are guided to be determined.

Second, steel structure hoisting area division and construction sequence arrangement

This engineering second shop district steel construction has 7 batter posts (east side 4, 3 of west side) by end to the top, all inclines to the east side, and the angle differs, and the biggest inclination angle of batter post reaches 53.28, minimum 18.1, and single cross sectional dimension is great, and it is the construction difficulty to pinpoint and hoist and mount the installation to every batter post, and the hoist and mount order of whole steel construction, the hoist and mount of large-span girder steel, the hoist and mount location of batter post also are the key of construction.

The steel structure is hoisted after the shear wall is constructed to exceed a preset installation height of the steel structure by one layer, and the steel structure is constructed in a layered and partitioned mode.

The layered construction is divided into three layers for the whole building, wherein the first layer is constructed for a foundation bearing platform provided with embedded bolts and a foundation bracket arranged on the foundation bearing platform through the embedded bolts, the second layer is constructed for a bottom steel column and a second layer of steel beam of the building, and the third layer is constructed for the second layer and above steel columns of the building, the third layer and above steel beams of the building;

the partition construction is that the partition construction is carried out on the building, and the steel structure is installed by radiating outwards from exposed bracket positions of the shear walls in all the areas. As shown in fig. 7, the field installation is divided into 3 zones.

Hoisting and positioning steel structure

3.1 hoisting of large-span steel structure in fourth museum area of middle area

The girder steel of steel construction mainly includes the girder in this embodiment, secondary beam and other attached connection structure and all kinds of supports, when hoist and mount, consider to adopt the truck crane to go on, girder maximum span in the fourth museum district is 34 meters, concentrate on 1 district within range, 2 districts are because the place is comparatively wide in the existence of big platform, be fit for the hoist and mount operation, but 1 regional south side has local basement, can't bear the truck crane weight, if adopt the truck crane must set up the landing stage, construction cost will be increased like this, and set up the landing stage and also can consume the time limit for a project, increase the construction degree of difficulty. In the research process of the embodiment, the construction sequence is changed, and the steel structure of each floor in the middle area, particularly the hoisting problem of a large-span main beam is solved by arranging the automobile lifting frame in the 1-zone interior.

In this embodiment, the unidirectional steel-concrete composite beam structure system includes a shear wall and a steel structure, and the steel structure includes a composite beam.

Considering various factors such as construction period, cost and construction difficulty, the conventional steel structure hoisting sequence is changed, a truck crane is driven in from the east side of the area 1 to be hoisted, in order to facilitate truck crane operation, a main beam of a second floor is hoisted to form a frame system, a space is reserved in the frame system, steel structures of a third layer and above parts are hoisted from the reserved space, a secondary beam of the steel structure of the second floor is hoisted after the hoisting of the steel structures of the third layer and above parts is finished, such as a top main beam and a secondary beam shown in figure 8, and the hoisting of other steel structures of the second floor is carried out after the hoisting of the steel structures on the floor is finished. It should be understood that the specific hoisting manner of the steel structure in the present embodiment can be determined by those skilled in the art according to the field situation.

Hoisting the large-span beam in sections: the maximum span of the steel beam is 34 meters, the maximum installation weight reaches 32 tons, and the maximum installation height is 17.1 meters. The length of the steel beam exceeds the transportation condition, so that the steel beam is divided into 3 sections according to the requirements of a construction drawing, the steel beam is transported to a site and then assembled and hoisted, and after the hoisting is finished, a temporary support back-jacking main beam is required to be erected according to the requirements of the construction drawing, so that the horizontal force generated in the construction process is reduced, the main beam and the secondary beam are prevented from generating larger displacement and deformation, and the construction safety is guaranteed.

The steel beam torsion prevention measures are as follows: in order to prevent that the main girder steel side that large-span girder steel both ends were connected with it from producing great torsional force in the work progress, the temporary stay is set up according to the determining deviation after the girder steel hoist and mount is accomplished and is backed up, supports the support body and chooses for use lantern frame, forms reliable stable connection system between the lantern frame to reinforcing bulk rigidity. In order to prevent the local instability of the abdomen of the main steel girder, stiffening ribs are arranged as the supports of the web plate, 50 mm-100 mm battens are added on two sides of the web plate, and the battens are horizontally supported by steel pipes to prevent the web plate from twisting.

Before the steel beam is hoisted, the gravity center of the steel beam is carefully calculated, clear marks are made on the member, and during hoisting, the hoisting point is selected to ensure that the central lines of the lifting hook and the member are on the same plumb line. For a beam with large span, the components with small lateral rigidity and large width-thickness ratio of the web are prevented from being twisted and damaged, and the components are inspected, and when the deformation and the defect of the components exceed the allowable deviation, the components need to be processed. And the high-strength bolt connection friction surface is checked, impurities such as mud and sand cannot be generated, the friction surface is required to be flat and dry, and the operation in the rain cannot be performed. When the ground is assembled, the oil-free sleepers are used for cushioning the components, and the two sides of the components are supported by the wooden bars, so that the stability is enhanced. An assembly platform is formed before assembly, the platform is provided with at least 4 supporting points, solid web beams are placed on the platform and are assembled according to the drawing numbers, high-strength bolts are used for connection and initial screwing, and a force measuring wrench is used for final screwing after the test is accurate. By analogy, the whole row is assembled, then the hoisting points are checked, and the reference and the central line are aligned.

The hoisting is carried out by adopting a single-truss hoisting, 4 binding points are adopted for binding, and soft materials are used for filling the binding points to prevent the steel members from being damaged. When the steel beam is lifted, the steel beam is lifted to about 50cm away from the ground, the center of the steel beam is aligned with the center of the installation position, then the hook is lifted up slowly, the steel beam is lifted to above the top of the column, the steel beam is rotated by using a sliding rope to be aligned with the top of the column, so that the hook is placed in place, the hook is slowly dropped, the brake is aligned with the reserved bolt hole when the steel beam just contacts the top of the column, the bolt is inserted into the hole, the temporary fixation is performed by initial screwing, the verticality is corrected and finally fixed, and the verticality of the steel beam is checked by using a hanging wire hammer. A secondary beam used for connecting and fixing the main beams is arranged between every two adjacent main beams, after the first steel beams are connected, the steel beams are firmly pulled from two sides by two sliding ropes, and then the secondary beams are used for connecting and fixing each steel beam. After the steel beam is corrected, other various supports and the like can be installed, and finally the bolts are screwed for final fixation.

3.2 lifting and positioning of batter posts

As shown in fig. 4 and 15, the outer vertical surface of the steel frame-shear wall structure system is provided with a plurality of groups of batter posts. And for a steel frame-shear wall structure system with the upward inclined column, the foundation bracket is used as the bottom support of the inclined column to construct the inclined column. And the inclined column is hoisted by adopting the cooperation of a crawler crane and a truck crane. The process mainly comprises the steps of binding → hoisting → aligning → temporary fixing → correcting → final fixing.

In order to ensure the accuracy of the installation position of the batter post, a section of foundation bracket is pre-embedded in the top of the foundation before the batter post is hoisted, a secondary concrete pouring scheme is adopted in the foundation bracket area, a steel partition plate at the bottom of the bracket is poured with a C40 college shrinkage-free expansion grouting layer through a grouting hole, so that the concrete pouring under the foundation bracket is ensured to be compact, and the reliable force transmission of the upper batter post is ensured.

As shown in fig. 15, the batter post is composed of a plurality of sections of batter posts, in this embodiment, the construction of the bottom batter post and the foundation bracket includes: 1. installing a foundation corbel, 2, grouting the foundation corbel, 3, installing a temporary supporting device, 4, hoisting a bottom oblique cylinder, 5, aligning the bottom oblique cylinder, namely aligning the bottom oblique cylinder with the foundation corbel; 6. the lower end of the bottom inclined cylinder body is connected with the foundation bracket by using the column ear plate; 7. temporarily supporting the upper end of the bottom inclined cylinder by using a temporary supporting device (the upper end of the inclined cylinder is provided with a supporting bracket, and the supporting bracket is directly propped against the supporting inclined cylinder when the supporting device supports the inclined cylinder; 8. the joint of the foundation bracket and the bottom oblique column is welded; 9. and finally, cutting off the column ear plate.

The construction of upper and lower oblique cylinder is similar with the construction of bottom batter post and basic bracket, including installation lower part batter post and utilize interim strutting arrangement to support, the interim strutting arrangement of installation upper portion batter post, hoist and mount upper portion batter post, counterpoint the upper portion batter post, utilize the post otic placode to connect upper portion batter post and lower part batter post, utilize interim strutting arrangement to support upper portion batter post upper end temporarily, welding and cutting off processes such as post otic placode in the upper and lower batter post junction, this embodiment is not rested on the reading.

The construction of the batter post is that the bottom of the building is upwards constructed in sections, the bottom of the bottom section batter post body of each group of batter posts is fixed on the foundation bracket through the post ear plate, and the top of the bottom section batter post body is supported by a temporary supporting device; and the bottom section oblique column body is fixedly connected with the bottom of the second section oblique column body through a column lug plate, the top of the second section oblique column body is supported by a temporary supporting device, and the oblique column group of the first floor of the steel frame-shear wall structure system is constructed in sequence from bottom to top.

And after the construction of the inclined column group of each floor is finished, hoisting a main beam of the unidirectional steel-concrete composite beam structure system, and fixing the top of the inclined column group of each floor of the steel frame-shear wall structure system on the main beam of the adjacent composite beam structure system.

As shown in fig. 9, the bottom section oblique cylinder is connected with the foundation bracket; the end parts of each section of the inclined cylinder body and the foundation bracket are provided with a cylinder ear plate; the bottom section inclined cylinder body is connected with the foundation bracket and each section of inclined cylinder body through the column ear plate; the specific method for completing the connection comprises the following steps: after the bottom section oblique cylinders are aligned with the connecting end surfaces of the foundation corbels or the oblique cylinders of all sections, the column ear plates on the two sides of the connecting end surfaces are fixedly connected through the connecting clamping plates, and then the annular welding of the connecting end surfaces is completed; and cutting off the column ear plate after welding. The steel columns in fig. 9 include a diagonal column and a straight column, and the lower steel column may be replaced with a basic bracket. It should be understood that the connection clamp plate and the stud lug plate can be fixed by bolts or welding, and this embodiment does not require any further.

When the foundation bracket is in butt joint with the steel column and the upper-layer steel column is in butt joint with the lower-layer steel column, the staggered adjustment is carried out by considering the column ear plate and the jack which are welded on the top of the lower-end column.

The butt joint stagger adjustment of the upper and lower sections of steel columns is carried out through the column ear plates welded on the top of the lower end column by means of the steel structure supporting device, the temporary bolts are loosened appropriately during correction, then the jack is used for correction, as shown in fig. 9, the jack is placed between the upper and lower column ear plates for correction, and the temporary bolts are screwed down after correction. If the gap between the steel column lug plate and the temporary connecting clamping plate is too large, a cushion steel plate can be additionally arranged between the steel column lug plate and the temporary connecting clamping plate, and then the bolt is screwed down. After the upper steel column and the lower steel column are in butt joint, the upper steel column and the lower steel column are welded at the joint, the lug plate for auxiliary correction is cut after welding, and the parent metal is not cut during cutting.

The hoisting and positioning of the straight column in this embodiment is similar to that of the oblique column, and will not be described in detail.

Four, horizontal internal force release

The special body types of the large-slope batter post and the overhanging structure lead each floor to generate larger horizontal internal force, so that the release of the horizontal force is important, and the following important parts with larger horizontal force are preliminarily locked for research by analyzing a structural system in the research process:

4.1 horizontal force transfer of shear walls

The shear wall structure is a main horizontal force transmission structure, and in order to ensure the structural construction stability, the shear wall structure is constructed before other structures (section steel columns, section steel beams and reinforced truss concrete floor support plates) and can be used as temporary support for other structural construction after being formed. In order to enhance the resistance of the shear wall structure to the ultra-large horizontal force, steel columns 7 and steel beams 8 are arranged at corner nodes of the shear wall, as shown in fig. 10. The bight node has reinforcing bar post, reinforcing bar roof beam, reinforced concrete hidden column and the pre-buried bracket of steel construction, and the hidden post stirrup can be broken by the girder steel web in reinforcing bar roof beam height within range, because the bight node is complicated, the reinforcing bar is intensive, and it is difficult directly to weld the stirrup welding of disconnection on the girder steel web, welds one section short reinforcement of buckling before the construction on the girder steel web, with stirrup and short reinforcement welding during hidden column construction.

4.2 floor level force Release

In order to reliably connect the shear wall and the post-cast steel bar truss floor bearing plate, beard ribs 6 are reserved on the periphery of the shear wall, as shown in fig. 11, and during the construction of the post-cast floor bearing plate, main ribs of the floor bearing plate are welded with the beard ribs. Height is reserved with the building carrier plate elevation to the beard muscle, and the interval is with building carrier plate owner muscle interval, and anchor length satisfies standard and designing requirement, and extension length satisfies the reinforcement welding requirement.

Five, bracket perforating and grouting

As shown in fig. 12, the steel columns 51 of the steel structure building are provided with foundation brackets 52 at the bottoms thereof, and the foundation brackets 52 are located on foundation bearing platforms 53 of the steel structure building and connected to ground beams 54. The steel column 51 is fixed to a foundation bearing platform 53 by a foundation bracket 52. The basic bracket in this embodiment, included the connection pad that has reserved the bolt hole to and fixed the connecting cylinder that is used for being connected with the steel column that sets up on the connection pad, the connecting cylinder includes directly connecting cylinder and oblique connecting cylinder, is used for connecting vertical column and batter post respectively. Since the foundation bracket 52 is smaller than the ground beam 54, resulting in a 200mm gap between the bottom of the foundation bracket 52 and the foundation cap 53, a C40 high-efficiency non-shrink expansion grout layer 55 needs to be poured to fill the gap. In the embodiment, the circular grouting hole 56 of the D200 is formed in the middle of the foundation bracket, after the construction of the foundation bracket 52 is completed and before the upper steel column is hoisted, grouting is firstly performed to form a grouting layer 55, and then the upper steel column 51 is hoisted. If grouting is performed from the periphery of the foundation bracket 52, the grouting in the middle of the foundation bracket may not be dense due to the small gap. The steel column of the embodiment comprises a straight column, an inclined column and the like, and the construction method of the straight column is similar to that of the inclined column.

Example 3

A temporary supporting device for a large-span special-shaped steel structure building is temporarily supported on a stress part of the large-span special-shaped steel structure building in embodiment 1, and comprises a supporting frame 01, a supporting beam assembly 02 and a supporting bracket 03, wherein the supporting beam assembly 02 is installed at the top end of the supporting frame 01, and the supporting bracket 03 is installed at the top end of the cross beam 02, as shown in figures 13 and 14.

In this embodiment, strutting arrangement is equipped with a plurality ofly, supports on steel construction building. The supporting frame 01 is a supporting main body of the supporting device, and the supporting frame 01 with the proper height can be selected according to actual working conditions. The lower end of the support frame 01 is connected with a concrete pile on the ground by using bolts, the upper end of the support frame is provided with a support beam assembly 02, a support bracket 03 is erected on the support beam assembly 02, and the top end of the support bracket 03 is directly propped against an inclined column and a steel beam of a steel structure building to support the steel structure building.

The supporting frame 01 comprises four supporting columns 011 and a plurality of connecting rods 012; the vertical setting of support column 011, connecting rod 012 is connected between two adjacent support columns 011 to firm support column 011.

Preferably, the support beam assembly 02 includes a first support beam 021, a second support beam 022, and a diagonal tie 023; first supporting beam 021 is installed braced frame 01 top, second supporting beam 022 erects on the first supporting beam 021, and second supporting beam 022 lateral wall is provided with between first supporting beam 021 upper end to one side rail 023, to one side rail 023 with first supporting beam 021 and second supporting beam 022 form triangle-shaped atress structure to firm second supporting beam 022.

Preferably, the supporting plate 03 is vertically arranged at the top end of the supporting beam assembly 02, the top end of the supporting beam assembly 02 is further provided with an auxiliary supporting plate 04 perpendicular to and intersecting with the supporting plate 03, the auxiliary supporting plate 04 is used for enhancing the stability of the supporting plate 03, the height of the auxiliary supporting plate 04 is smaller than that of the supporting plate 03, and the part of the supporting plate 03 higher than the auxiliary supporting plate 04 forms a unloading cutting position for cutting during disassembly.

The embodiment utilizes the temporary supporting device as the temporary support of the batter post and the cantilever beam. Before hoisting construction of each layer of steel structure, the construction of the temporary supporting device on the layer is completed for temporarily supporting the steel structure inclined column and the overhanging component, reducing horizontal force generated in the construction process of the steel structure, preventing the component from generating larger displacement and deformation, ensuring construction safety, and dismantling the temporary supporting device according to design and calculation requirements after concrete of a floor and a roof slab bearing plate is finally set.

This embodiment third shop district steel column inclination reaches 53.2 the biggest, and the south of the east and west three-party two-layer floor of first shop district is outwards encorbelmented, and south side is 5.4 meters outwards encorbelmented to the biggest, for preventing to warp in the work progress and prevent the displacement, adopts to increase interim supporting member support steel column when the construction.

Temporary support setting principle:

effectiveness of transferring load: before the steel construction forms overall structure and can bear self and external load, support temporarily can be effectual with component dead weight and construction load transmission to support temporarily and transmit the cushion cap again, need support temporarily and have sufficient intensity.

Controllability of structural deformation during construction: in order to ensure that the forming error and the original design error of the steel structure are within a controllable range, the temporary support is reasonably arranged, so that the structural member can be accurately positioned in place during installation, the deformation of the structural member and the installation stress of the structural member are within the controllable range, and the temporary support needs to have enough rigidity.

The economy of the temporary support arrangement: on the basis of meeting the principle and having enough redundancy, the economical efficiency of support arrangement needs to be considered, and the amount of steel for temporary support needs to be reduced as much as possible.

In the embodiment, in order to meet the self-weight bearing capacity and reduce the installation stress of the component during the installation of the component, 34 temporary supports are arranged in total. As shown in table 1.

TABLE 1 temporary support arrangement number distribution

Serial number	Region(s)	Number of
			1	Second place inclined column	9
2	First floor of the shop	14
			3	First shop area three layers	1
4	Four layers in the first place	8
			5	Rain shed in third place	2

Example 4

A construction method of a temporary support device, which is the embodiment of the temporary support device of embodiment 3, includes a mounting construction method of the support device.

In order to ensure that the lower part of the temporary support has enough bearing capacity, a bearing platform and a short column are poured at the lower part of the temporary support on the first layer, and the construction flow is as follows:

positioning and paying off, temporary support foundation excavation, C15 cushion layer pouring, pile cap steel bar binding, C30 pile cap concrete pouring, pile column steel bar binding, formwork erecting, C30 pile column concrete pouring and temporary support installation.

After the final setting of the floor concrete, the temporary support of the embodiment is to be dismantled. The unloading process of the embodiment is a process of removing the temporary support and a process of gradually converting the structural system, and in the unloading process, the internal force of the rod of the structure and the stress of the temporary support may be changed. Therefore, in the unloading process, not only is the safety and the convenient construction ensured, but also the design intention cannot be changed, and the mechanical property of the member is greatly influenced. In order to ensure construction safety in the dismantling process, a built BIM steel structure model is led into a structural design software of an engineering construction department for simulation demonstration of dismantling, displacement and stress in a dismantling project are calculated, and the dismantling sequence and the compiling and dismantling scheme of the steel structure supporting device are guided to be determined.

The embodiment is to adopt a mode of combining symmetry and interval to dismantle from top to bottom so as to ensure that the arrangement and dismantling sequence of the temporary support are feasible and reliable and ensure the stress safety of the temporary support.

The whole body is disassembled from top to bottom in a mode of combining symmetry and spacing, and the disassembly in a disordered sequence is strictly forbidden.

Computational model dependent parameter processing

1) Concrete strength considerations

As the concrete strength reaches 7d, according to the research on the change of the compressive strength and the elastic modulus of the concrete in the early age of the existing document, the compressive strength of 7d can reach 76.3 percent of 28d, and the elastic modulus can reach 87 percent. The standard deviation of the comprehensive literature study is biased by conservative measures: and 7d, calculating 70 percent of the strength value and the elastic modulus of the concrete reaching 28 days when the support is removed, and converting the C60 into C40 and the C35 concrete into C20 according to the concrete structure design specification.

2) Load and floor arrangement

Floor setting: considering according to the elastic plate

Live loading: according to section 4.1 of building construction template safety technical Specification, the live load of constructors, equipment and the like is 2.5kN/m²。

Constant load: the weight of the product is self-weight.

3) Number of layers

After the floor is constructed to 3 floors on the ground, the temporary supports are sequentially detached, and at the moment, the fourth floor on the ground is not constructed, so that the actual construction floor is calculated during calculation.

4) Temporary support

The actual situation during the modeling of the temporary support is built in a structural integral model in a column mode. The temporary supporting column top is hinged.

5) Temporary support section and position

The temporary support is a lattice column consisting of 4 box-shaped sections.

The foregoing shows and describes the general principles, essential features, and advantages of the invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are described in the specification and illustrated only to illustrate the principle of the present invention, but that various changes and modifications may be made therein without departing from the spirit and scope of the present invention, which fall within the scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.

Claims (6)

1. A construction method of a large-span special-shaped steel structure building is characterized by comprising the following steps:

the large-span special-shaped steel structure building comprises: the steel frame-shear wall structure system is provided with an upward inclined column, the inclined column faces to the outer vertical surface of the steel frame-shear wall structure system from bottom to top, and the inclined angle of the inclined column to the vertical direction is 18.1-53.28 degrees; a plurality of groups of inclined columns are arranged on the outer vertical surface of the steel frame-shear wall structure system;

the structural system of the unidirectional steel-concrete composite beam has a girder span of 29-34 m; the unidirectional steel-concrete combined beam structure system is a beam structure formed by combining unidirectional steel and concrete, namely a reinforced concrete system;

the steel frame-shear wall structure system is adjacent to the unidirectional steel-concrete composite beam structure system;

the shear wall is provided with steel rib columns and steel rib beams;

the shear wall is provided with beard ribs for connecting with the floor bearing plate;

the steel structure building is a three-layer and/or four-layer building on the ground;

the construction method of the large-span special-shaped steel structure building comprises the following steps: when each structure system is constructed, constructing a shear wall, hoisting the steel structure after the shear wall is constructed to a layer higher than the preset installation height of the steel structure, and constructing the steel structure in a layered and partitioned manner;

the layered construction is divided into three layers for the whole building, wherein the first layer is constructed for a foundation bearing platform provided with embedded bolts and a foundation bracket arranged on the foundation bearing platform through the embedded bolts, the second layer is constructed for a bottom steel column and a second layer of steel beam of the building, and the third layer is constructed for the second layer and above steel columns of the building, the third layer and above steel beams of the building;

the partition construction is respectively constructed for the partition areas of the building, and the steel structure is respectively installed from the exposed corbel positions of the shear walls of all the areas in an outward radiation manner when being installed;

for a steel frame-shear wall structure system with an upward inclined column, a foundation bracket is used as a bottom support of the inclined column to construct the inclined column;

the inclined columns are composed of a plurality of sections of inclined columns, and a plurality of groups of inclined columns are arranged on the outer vertical surfaces of the steel frame-shear wall structure system;

the construction of bottom batter post and basic bracket includes: installing a foundation corbel, grouting the foundation corbel, installing a temporary supporting device, hoisting a bottom oblique cylinder, aligning the bottom oblique cylinder, connecting the lower end of the bottom oblique cylinder with the foundation corbel by using a column ear plate, temporarily supporting the upper end of the bottom oblique cylinder by using the temporary supporting device, and welding and cutting off the column ear plate at the joint of the foundation corbel and the bottom oblique cylinder;

the construction of the upper and lower oblique cylinders comprises: installing a lower inclined cylinder body and supporting by using a temporary supporting device, installing a temporary supporting device of an upper inclined cylinder body, hoisting the upper inclined cylinder body, aligning the upper inclined cylinder body, connecting the upper inclined cylinder body and the lower inclined cylinder body by using a cylinder lug plate, temporarily supporting the upper end of the upper inclined cylinder body by using the temporary supporting device, and welding and cutting off the cylinder lug plate at the joint of the upper inclined cylinder body and the lower inclined cylinder body;

the construction of the batter post is that the bottom of the building is constructed upwards in sections, the bottom of the bottom section batter post body of each group of batter posts is fixed on the foundation bracket through the post ear plate, and the top of the bottom section batter post body is supported by a temporary supporting device; the bottom section inclined column body is fixedly connected with the bottom of the second section inclined column body through a column lug plate, the top of the second section inclined column body is supported by a temporary supporting device, and the inclined column group of the first floor of the steel frame-shear wall structure system is constructed in sequence from bottom to top;

after the construction of the inclined column group of each floor is finished, hoisting a main beam of the unidirectional steel-concrete composite beam structure system, and then fixing the top of the inclined column group of each floor of the steel frame-shear wall structure system on the main beam of the adjacent composite beam structure system;

the end parts of each section of the inclined column and the foundation bracket are provided with column ear plates; the specific method for connecting through the lug plate comprises the following steps: aligning the bottom section oblique cylinders with the connecting end surfaces of the foundation corbels, or aligning the connecting end surfaces among the sections of oblique cylinders, connecting and fixing the column ear plates on two sides of the connecting end surfaces by using connecting clamping plates, and then completing annular welding of the connecting end surfaces; cutting off the column ear plate after welding;

the unidirectional steel-concrete composite beam structure system comprises a shear wall and a steel structure, wherein the steel structure comprises a composite beam;

hoisting the steel structure in the unidirectional steel-concrete composite beam structure system is carried out by adopting a truck crane, the main beams of the composite beams on the periphery of each floor of the unidirectional steel-concrete composite beam structure system are sequentially hoisted from bottom to top to form a floor frame, then the steel structures of floors above the floor to which the floor frame belongs are hoisted from the space surrounded by the floor frame, and after the hoisting of the steel structures of the floors above is finished, the main beams and the secondary beams to be hoisted are left on the floor to which the floor frame belongs;

the main beam hoisting of the combined beam adopts segmented hoisting according to the construction drawing requirement, and a temporary support back-jacking main beam is erected according to the construction drawing requirement after the main beam hoisting is finished;

the main beam hoisting of the combined beam adopts single-beam hoisting, the main beam is hoisted to be above a column top to be installed, and is placed downwards after being aligned with the column top so as to be in contact with the column top and be temporarily fixed, and then the verticality correction and the final fixation are carried out;

the secondary beam is arranged between the two adjacent main beams.

2. The construction method of a large-span deformed steel structure building according to claim 1, wherein: the whole process in the construction all adopts the BIM technique, including steel member manufacturing process adopts the BIM technique, steel construction transportation installation stage adopts the BIM technique, the construction site is arranged and is adopted BIM technique and steel construction strutting arrangement uninstallation design and adopt the BIM technique.

3. The construction method of a large-span deformed steel structure building according to claim 1, wherein: a grouting hole is formed in the middle of the foundation bracket;

the construction of the foundation bracket comprises the following steps: and after the foundation bracket is fixed on the foundation bearing platform, grouting is performed from the grouting hole, so that a grouting layer is formed between the foundation bracket and the foundation bearing platform, and the installation of the foundation bracket is completed.

4. The construction method of a large-span deformed steel structure building according to claim 1, wherein: the temporary supporting device comprises a supporting frame (01), a supporting beam assembly (02) and a supporting bracket plate (03), wherein the supporting beam assembly (02) is installed at the top end of the supporting frame (01), and the supporting bracket plate (03) is installed at the top end of the supporting beam assembly (02).

5. The construction method of the large-span special-shaped steel structure building according to claim 4, characterized in that: the supporting frame (01) comprises a plurality of supporting columns (011) and a plurality of connecting rods (012); the supporting columns (011) are vertically arranged, and the connecting rods (012) are connected between two adjacent supporting columns (011);

the support beam assembly (02) comprises a first support beam (021), a second support beam (022) and a diagonal draw bar (023); the first supporting beam (021) is installed at the top of the supporting frame (01), the second supporting beam (022) is erected on the first supporting beam (021), the inclined pull rod (023) is arranged between the side wall of the second supporting beam (022) and the upper end of the first supporting beam (021), and the inclined pull rod (023), the first supporting beam (021) and the second supporting beam (022) form a triangular stressed structure;

the supporting plate (03) is vertically arranged at the top end of the supporting beam assembly (02), an auxiliary supporting plate (04) which is perpendicular to and crossed with the supporting plate (03) is further arranged at the top end of the supporting beam assembly (02), the height of the auxiliary supporting plate (04) is smaller than that of the supporting plate (03), and the part, higher than the auxiliary supporting plate (04), of the supporting plate (03) forms an unloading and cutting position.

6. The construction method of a large-span special-shaped steel structural building according to claim 4 or 5, wherein the installation method of the temporary support means includes:

positioning and paying off, temporary support foundation excavation, cushion layer pouring, bearing platform steel bar binding, bearing platform concrete pouring, short column steel bar binding, formwork erecting, short column concrete pouring and temporary support installation;

the method also comprises a dismantling method of the supporting device, wherein the dismantling method adopts building of a BIM steel structure model to be led into the structural design software of the construction department, carries out simulation demonstration of unloading, calculates displacement and stress in the unloading project and carries out dismantling according to the result;

the parameters in the calculation comprise concrete strength, load, floor arrangement, number of layers, temporary support and temporary support cross section and position.

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